隔震曲线梁桥的地震响应
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摘要
根据隔震曲线梁桥的特点,利用两个正交的非线性水平弹簧单元来模拟铅芯橡胶支座的双向非线性特性,基于大型有限元分析软件SAP2000,选取强震记录作为地震输入,考虑了曲线梁桥自身特性的影响,建立了隔震与无隔震曲线梁桥的空间有限元模型,并进行了双向地震动作用下的地震响应分析.结果表明:铅芯橡胶支座不仅可以有效地降低曲线梁桥的地震响应,还有助于减少曲率半径对曲线梁桥地震响应的影响.为曲线梁桥减隔震设计的深入和桥梁结构抗震安全性的提高提供了依据和参考.
According to the characteristics of seismically isolated curved beam bridge,the bidirectional nonlinear behavior of lead rubber bearing is taken into account by using two orthogonal nonlinear spring element.Based on FEA software SAP2000,reasonable strong seismic motion records are selected and the dimensional FEA models of curved beam bridges with and without lead rubber bearing are established.Considering the effect of characteristics of curved beam bridge,the time history analysis under bidirectional seismic motions are finished.The results show that the seismic response of curved beam bridge and the influence of curvature radius can be reduced by using lead rubber bearing.So,some meaningful references are provided for the design of vibration absorption and isolation of the curved beam bridge in this paper.
According to the characteristics of seismically isolated curved beam bridge,the bidirectional nonlinear behavior of lead rubber bearing is taken into account by using two orthogonal nonlinear spring element.Based on FEA software SAP2000,reasonable strong seismic motion records are selected and the dimensional FEA models of curved beam bridges with and without lead rubber bearing are established.Considering the effect of characteristics of curved beam bridge,the time history analysis under bidirectional seismic motions are finished.The results show that the seismic response of curved beam bridge and the influence of curvature radius can be reduced by using lead rubber bearing.So,some meaningful references are provided for the design of vibration absorption and isolation of the curved beam bridge in this paper.
引文
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[11]Eurocode 8:Design Provisions for Earthquake Resistanceof Structures:Part Two:Bridges[S].European Commit-tee for Standardization,2001.
[12]GB 50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.GB 50011-2001.Code for Seismic Design of Buildings[S].Beijing:China Architecture and building press,2001.(in Chinese)
[2]Desroches R,Fenves G L.Evaluation of Recorded Earth-quake Response of a Curved Highway Bridge[J].Earth-quake Spectra,1997,3(3):363-386.
[3]Hyashikawa T,Otake A,Nakajima A.Nonlinear Behaviorof Curved Viaducts Subjected to Three Dimensional Earth-quake Ground Motions[C]∥The 10th Earthquake Engi-neering Symposium Proceedings.Architectural Institute ofJapan,No.G1-20,1998,2:2391-2396.
[4]Abdel-Salam M N,Heins C P.Seismic Response ofCurved Steel Box Girder Bridges[J].ASCE,1988,114(SEl2):2790-2800.
[5]Chang P C,Heins C P.Seismic Study of Curved BridgesUsing the Rayleigh-Ritz Method[J].Computers&Structures,1985,21(6):1095-1104.
[6]Qamarucddin M,Ali S M,Qadeer A.Dynamic Responseof Horizontally Curved Girders[J].Journal of StructuralEngineering,1988,15(2):51-58.
[7]Anindya Dutta.On Energy Based Seismic Analysis and De-sign of Highway Bridge[D].Faculty of the Graduate Schoolof the State University of New York At Buffalo,1999.
[8]Housner G W.Limit Design of Structures to Resist Earth-quake[C]∥Proceedings of the First World Conference onEarthquake Engineering.Berkeley,CA,1956.
[9]Mckevit W E.Hysteretic Energy Spectra in Seismic Design[C]∥Proceedings of 7th WCEE,1980.
[10]张贞阁.铁路连续梁桥的减隔震性能研究[D].北京:北京交通大学,2003.ZHANG Zhenge.Study on Vibration Absorption and Iso-lation of Continuous Beam Railway Bridge[D].Beijing:Beijing Jiaotong University,2003.(in Chinese)
[11]Eurocode 8:Design Provisions for Earthquake Resistanceof Structures:Part Two:Bridges[S].European Commit-tee for Standardization,2001.
[12]GB 50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.GB 50011-2001.Code for Seismic Design of Buildings[S].Beijing:China Architecture and building press,2001.(in Chinese)
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